hna itm techdata mic sa ma v1 2 08 2017 new - hilti

MIC-SA-MA304815Hilti North AmericaInstallation Technical ManualTechnical DataMI System

Version 1.2 08.2017

2

Installation Technical Manual - Technical Data - MI system

Boundary conditions - Terms of common cooperation / Legal disclaimer and guidelines as defined at the beginning of this book need to be mandatorily respected.

Terms of common cooperation /Legal disclaimerThe product technical data published in these Technical Data Sheets are only valid for the mentioned codes or technical data generation methods and the defined application conditions (e.g. ambient temperature load capacity not valid in case of fire, data not valid in support structures when mixed with third party products, values only apply to static loading conditions). Technical data applies to the component only -- suitability and capacity of all other components must be checked separately by the responsible engineer (e.g., other assembly components, attachments, base materials, and building structures).Suitability of structures combining different products for specific applications needs to be verified by conducting a system design and calculation, using for example Hilti PROFIS software. In addition, it is crucial to fully respect the Instructions for Use and to assure clean, unaltered and undamaged state of all products at any time in order to achieve optimum performance(e.g. avoid misuse, modification, overload, corrosion).As products but also technical data generation methodologies evolve over time, technical data might change at any time without prior notice. We recommend to use the latest technical data sheets published by Hilti.

In any case the suitability of structures combining different products for specific applications need to be checked and cleared by an expert, particularly with regard to compliance with applicable norms, codes, and project specific requirements, prior to using them for any specific facility. This book only serves as an aid to interpret the capacity of the components listed,without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. User must take all necessary and reasonable steps to prevent or limit damage. The suitability of structures combining different products for specific applications need to be confirmed with a professional designer and/or structural engineers to ensure compliance with User`s specific jurisdiction and project requirements.

3



Data version 1.2 I Date 08.2017

MIC-SA-MA Base Material Connector - Steel

Page 1/10

Designation Item numberMIC-SA-MA 304815

Corrosion protection:Hot dipped galvanized per DIN EN ISO 1461: Connector: 2.2 mils (55 μm) Bolt: 1.8 mils (45 μm) Nut: 1.8 mils (45 μm)

Weight:13.87 lb (6290 g) incl. components

Description:Hilti Hot-dipped galvanized baseplate connector, typically used for anchoring a MI-90 girder to a steel beam at an angle, usually when it’s used as a brace for another girder. Four oblong anchor holes enable fine tuning of baseplate position, and girder is connected using one bolt through a hole, which enables various angles. For use with M12 hardware.

Instruction For Use:

1xMIC-SA-MA

1xM12-F-SL-WS 3/4"

1xM12x120-F/8.8

Hardware included per connector

Material properties:

Material Yield strength Ultimate strength E-modulus Shear modulus

Connector

S235JR - DIN EN10025-2 2005.4 fy = 34.08 ksi (235 ) fu = 52.21 ksi (360

) E = 29000 ksi (200000 ) G = 11000 ksi (75845 )

Hexagonal head screw, prevail torque hex nut

Class 8.8 - DIN EN 1993-1-8 fy = 92.82 ksi (640 ) fu = 116.03 ksi (800

) E = 29000 ksi (200000 ) G = 11000 ksi (75845 )

4





Page 2/10

Approved loading cases

Clamped Boxed

Governing Conditions

Methodology:Connection strength values are determined with a combination of simulation (ANSYS®), calculation (Microsoft Excel and Mathcad) and testing.

Standards and codes:• ANSI/AISC 360-10 Specification for Structural Steel Buildings• ANSI/AISC 360-10– Inelastic analysis

Appendix 1 • AISC Steel Design Column Base Plates

Guide Series 1• AISI S100 - 2007/2010 North American Specification for the Design of cold

formed Steel Structural Members• ACI 318-08/11 Building Code Requirement for Structural Concrete• EN 1993-1-1 Eurocode 3: Design of steel structures – Part 1-1: 03.2012

General rules and rules for buildings• EN 1993-1-8 Eurocode 3: Design of steel structures – Part 1-8: 03.2012

Design of joints• EN 10025-2 Hot rolled products of structural steels-Part 2: technical 02.2005

delivery conditions for non-alloy structural steels

Validity:Temperature limits: -22°F (-30°C) to 200°F (+93°C).Published allowable loads for applications are based on static loading conditions. Non-static forces, including thoseresulting from thermal or other expansion must be taken into account during design.

5





Page 3/10

Clamped Boxed

Loading case: Clamped Combinations covered by loading case

Bill of Material for this loading case:

MIC-SA-MA 304815 Hardware not included in packaging:Beam clamps4x MI-SGC M12 233859

Connector used for an angled connection of MI-90 to structural steel profiles(bracing).For flange width 2.95’’ (75mm) -6.47’’ (165mm).

Usage of Values for Design Strength and Allowable Strength

Limiting components of capacity evaluated in following tables:

1. Connection system, including connector and hardware, per FEA simulation

The Design Strength and Allowable Strength tables on the following pages include strength reduction factors:

1. ASD: Safety Factor (omega) > 1.0 as per AISC specifications.

2. LRFD: Strength Reduction Factor (phi) < 1.0 as per AISC specifications. Ω.

ф(Reference AISC 360 C-B3-5)

Factored loads are required for input to the given interaction equations. Factored loads are the responsibility of the user. Factored loads are noted as P, V and M

2. Welds - per analytical calculation 3. Beam Clamps - per analytical calculation

6





Page 4/10

NOTE: Calculate interaction separately for each group only using values from that group. Limiter is defined by highest interaction. Use absolute values. Values refer to the coordinate system shown.


Note: Design Strength values for girder Torsion about the x-axis (M x) are valid for any bracing angle.

Values include verification of hexagonal bolt

Interaction for LRFDDue to the fact, that the same resistance values as for MIC-CU-MA are decisive, the same interaction formulation can be used:

[ ]2

+ [ ]2

+ + ≤ 1

Use of αx: In case only the force along the brace axis ( ) is known, determinate load components as follows:

= αx x cos (α) = αx x sin (α)

Interaction for ASD:

[ ]2

+ [ ]2

+ + ≤ 1

Use of α: In case only the force along the brace axis ( ) is known, determinate load components as follows:


*Values already include LRFD strength reduction (Φ) or ASD safety (Ω) factors in accordance with AISC, and are based on nominal geometry.

LRFD*

+Fx[kip]

-Fx[kip]

+Fy[kip]

-Fy[kip]

+Fz[kip]

-Fz[kip]

3.75 3.75 1.48 1.48 3.75 3.75+Mx

[kip*ft]-Mx

[kip*ft]+My

[kip*ft]-My

[kip*ft]+Mz

[kip*ft]-Mz

[kip*ft]

0.52 0.52 0.00 0.00 0.00 0.00

ASD*

+Fx[kip]

-Fx[kip]

+Fy[kip]

-Fy[kip]

+Fz[kip]

-Fz[kip]

2.50 2.50 0.99 0.99 2.50 2.50+Mx

[kip*ft]-Mx

[kip*ft]+My

[kip*ft]-My

[kip*ft]+Mz

[kip*ft]-Mz

[kip*ft]

0.34 0.34 0.00 0.00 0.00 0.00

Clamped Boxed

z

y x

Values for Design Strength and Allowable Strength 1/3

Pax

Fαx

Vaz

α

Fαx

Mαx

Pux

Fαx

Vuz

α

7





Page 5/10


2. Welds - per analytical calculation

Interaction for LRFDNote: Design Strength values for girder Torsion about the x-axis (M x)

are valid for any bracing angle.

+ + + ≤ 1




+ + + ≤ 1




LRFD*

+Fx[kip]

-Fx[kip]

+Fy[kip]

-Fy[kip]

+Fz[kip]

-Fz[kip]

66.29 66.29 3.02 3.02 11.74 11.74+Mx

[kip*ft]-Mx

[kip*ft]+My

[kip*ft]-My

[kip*ft]+Mz

[kip*ft]-Mz

[kip*ft]

1.87 1.87 0.00 0.00 0.00 0.00

ASD*

+Fx[kip]

-Fx[kip]

+Fy[kip]

-Fy[kip]

+Fz[kip]

-Fz[kip]

44.19 44.19 2.01 2.01 7.83 7.83+Mx

[kip*ft]-Mx

[kip*ft]+My

[kip*ft]-My

[kip*ft]+Mz

[kip*ft]-Mz

[kip*ft]

1.25 1.25 0.00 0.00 0.00 0.00

Clamped Boxed


Pax

Fαx

Vaz

α

Fαx

Mαx

Pux

Fαx

Vuz

α

z

y x

8





Page 6/10


3. Beam Clamps - per analytical calculation

Interaction for LRFDNormal force interaction:The eccentricity ey and ez between the point of force transfer channel / connector and baseplate, which generates an additional bending moment on the system , must be taken into account in the interaction formula.

with ey=ez=0.070 m

Shear force interaction:- Shear Interaction Equation is only valid for TENSILE Pux loads (Pux > 0). Equation is not valid for

compressive Pux loads (Pux < 0).- For Shear interaction, user must ADDITIONALLY verify: Pux / Fx < 1.

Note: Due to the fact, that depending on the inclination of the channel, the acting torsional moment Mαx can either generate shear or tension, it will be considered in both interactions.

Interaction for ASD:Normal force interaction:The eccentricity ey and ez between the point of force transfer channel / connector and baseplate, which generates an additional bending moment on the system , must be taken into account in the

interaction formula.with ey=ez=0.070 m

Shear force interaction:- Shear Interaction Equation is only valid for TENSILE Pax loads (Pax > 0). Equation is not valid for

compressive Pax loads (Pax < 0).- For Shear interaction, user must ADDITIONALLY verify: Pax / Fx < 1.

*Values already include LRFD strength reduction (Φ) or ASD safety (Ω) factors

in accordance with AISC, and are based on nominal geometry.

Clamped Boxed


z

y x

ez

ey

For LRFD= αx x cos (α)= αx x sin (α)

For ASD (not shown on the picture)= αx x cos (α)= αx x sin (α)

Transition of the forces generated on inclined brace to base material connector’s coordinate

system

LRFD*

+Fx[kip]

-Fx[kip]

+Fy[kip]

-Fy[kip]

+Fz[kip]

-Fz[kip]

7.04 Not decisive 1.48 1.48 1.48 1.48

+Mx[kip*ft]

-Mx[kip*ft]

+My [kip*ft]

-My [kip*ft]

+Mz[kip*ft]

-Mz[kip*ft]

0.39 0.39 1.50 1.50 0.75 0.75

ASD*

+Fx[kip]

-Fx[kip]

+Fy[kip]

-Fy[kip]

+Fz[kip]

-Fz[kip]

4.69 Not decisive 0.99 0.99 0.99 0.99

+Mx[kip*ft]

-Mx[kip*ft]

+My [kip*ft]

-My [kip*ft]

+Mz[kip*ft]

-Mz[kip*ft]

0.26 0.26 1.00 1.00 0.50 0.50

+

+

+ 1

+

+

+ 1

1

2

1

2

1 1

1

2

1

2

1 1

Fαx

MαxVuz

MuzPux

Mux

α

Vuy

9





Page 7/10

Loading case: Boxed Combinations covered by loading case

Bill of Material for this loading case:

1x MIC-SA-MA 304815 Hardware not included in packaging:Base plate1x MIB-SA 304821Threaded rods cut to particular length4x AM12x1000 8.8 HDG…m 419103Nut8x M12-F-SL WS3⁄4 382897

Connector used for an angled connection of MI-90 to structural steel profiles (bracing).For flange width 2.95’’ (75mm) - 6.47’’ (165mm).

Usage of Values for Design Strength and Allowable Strength

Limiting components of capacity evaluated in following tables:


The Design Strength and Allowable Strength tables on the following pages include strength reduction factors:

1. ASD: Safety Factor (omega) > 1.0 as per AISC specifications.

2. LRFD: Strength Reduction Factor (phi) < 1.0 as per AISC specifications. Ω.

ф(Reference AISC 360 C-B3-5)

Factored loads are required for input to the given interaction equations. Factored loads are the responsibility of the user. Factored loads are noted as P, V and M

2. Welds - per analytical calculation 3. Base plate and through bolts - per analytical calculation

Clamped Boxed

10





Page 8/10

Clamped Boxed



Note: Design Strength values for girder Torsion about the x-axis (M x) are valid for any bracing angle.Values include verification of hexagonal bolt

Interaction for LRFDDue to the fact, that the same resistance values as for MIC-CU-MA are decisive, the same interaction formulation can be used:

[ ]2

+ [ ]2

+ + ≤ 1

Use of αx: In case only the force along the brace axis ( ) is known, determinate load components as follows: = αx x cos (α)

= αx x sin (α)


[ ]2

+ [ ]2

+ + ≤ 1




LRFD*

+Fx[kip]

-Fx[kip]

+Fy[kip]

-Fy[kip]

+Fz[kip]

-Fz[kip]

3.75 3.75 1.48 1.48 3.75 3.75+Mx

[kip*ft]-Mx

[kip*ft]+My

[kip*ft]-My

[kip*ft]+Mz

[kip*ft]-Mz

[kip*ft]

0.52 0.52 0.00 0.00 0.00 0.00

ASD*

+Fx[kip]

-Fx[kip]

+Fy[kip]

-Fy[kip]

+Fz[kip]

-Fz[kip]

2.50 2.50 0.99 0.99 2.50 2.50+Mx

[kip*ft]-Mx

[kip*ft]+My

[kip*ft]-My

[kip*ft]+Mz

[kip*ft]-Mz

[kip*ft]

0.34 0.34 0.00 0.00 0.00 0.00


Pax

Fαx

Vaz

α

Fαx

Mαx

z

y x

Pux

Fαx

Vuz

α

11





Page 9/10

Clamped Boxed


2. Welds - per analytical calculation

Interaction for LRFDNote: Design Strength values for girder Torsion about the x-axis (M x)

are valid for any bracing angle.

+ + + ≤ 1




+ + + ≤ 1




LRFD*

+Fx[kip]

-Fx[kip]

+Fy[kip]

-Fy[kip]

+Fz[kip]

-Fz[kip]

66.29 66.29 3.02 3.02 11.74 11.74+Mx

[kip*ft]-Mx

[kip*ft]+My

[kip*ft]-My

[kip*ft]+Mz

[kip*ft]-Mz

[kip*ft]

1.87 1.87 0.00 0.00 0.00 0.00

ASD*

+Fx[kip]

-Fx[kip]

+Fy[kip]

-Fy[kip]

+Fz[kip]

-Fz[kip]

44.19 44.19 2.01 2.01 7.83 7.83+Mx

[kip*ft]-Mx

[kip*ft]+My

[kip*ft]-My

[kip*ft]+Mz

[kip*ft]-Mz

[kip*ft]

1.25 1.25 0.00 0.00 0.00 0.00


Pax

Fαx

Vaz

α

Fαx

Mαx

z

y x

Pux

Fαx

Vuz

α

12





Page 10/10

Clamped Boxed


3. Base plate and through bolts - per analytical calculation

Interaction for LRFDNormal force interaction:The eccentricity ey and ez between the point of force transfer channel / connector and baseplate, which generates an additional bending moment on the system , must be taken into account in the interaction formula.

with ey=ez=0.070 m

Shear force interaction:- Shear Interaction Equation is only valid for TENSILE Pux loads (Pux > 0). Equation is not valid for

compressive Pux loads (Pux < 0).- For Shear interaction, user must ADDITIONALLY verify: Pux / Fx < 1.

Note: Due to the fact, that depending on the inclination of the channel, the acting torsional moment Mαx can either generate shear or tension, it will be considered in both interactions.

Interaction for ASD:Normal force interaction:The eccentricity ey and ez between the point of force transfer channel / connector and baseplate, which generates an additional bending moment on the system , must be taken into account in the interaction formula.

with ey=ez=0.070 m

Shear force interaction:- Shear Interaction Equation is only valid for TENSILE Pax loads (Pax > 0). Equation is not valid for

compressive Pax loads (Pax < 0).- For Shear interaction, user must ADDITIONALLY verify: Pax / Fx < 1.

*Values already include LRFD strength reduction (Φ) or ASD safety (Ω) factors

in accordance with AISC, and are based on nominal geometry.

z

y x


ez

ey

LRFD*

+Fx[kip]

-Fx[kip]

+Fy[kip]

-Fy[kip]

+Fz[kip]

-Fz[kip]

11.40 Not decisive 2.39 2.39 2.39 2.39

+Mx[kip*ft]

-Mx[kip*ft]

+My [kip*ft]

-My [kip*ft]

+Mz[kip*ft]

-Mz[kip*ft]

0.63 0.63 2.24 2.24 1.50 1.50

ASD*

+Fx[kip]

-Fx[kip]

+Fy[kip]

-Fy[kip]

+Fz[kip]

-Fz[kip]

7.60 Not decisive 1.60 1.60 1.60 1.60

+Mx[kip*ft]

-Mx[kip*ft]

+My [kip*ft]

-My [kip*ft]

+Mz[kip*ft]

-Mz[kip*ft]

0.42 0.42 1.49 1.49 1.00 1.00

+

+

+ 1

+

+

+ 1

1

2

1

2

1 1

1

2

1

2

1 1

For LRFD= αx x cos (α)= αx x sin (α)

For ASD (not shown on the picture)= αx x cos (α)= αx x sin (α)

Transition of the forces generated on inclined brace to base material connector’s coordinate

system

Fαx

MαxVuz

MuzPux

Mux

α

Vuy

13




In the US: In Canada:Hilti, Inc. (U.S.) Hilti (Canada) CorporationP.O. Box 21148 Tulsa, OK 74121 2360 Meadowpine Blvd.Customer Service: 1-800-879-8000 Mississauga, Ontario, L5N 6S2en español: 1-800-879-5000 Customer Service: 1-800-363-4458Fax: 1-800-879-7000 Fax: 1-800-363-4459

www.us.hilti.com www.hilti.ca

Hilti is an equal opportunity employerHilti is a registered trademark of Hilti, Corp.©Copyright 2017 by Hilti, Inc. (U.S.)

The data contained in this literature was current as of the date of publication. Updates and changes may be made based on later testing. If verification is needed that the data is still current, please contact the Hilti Technical Support Specialists at 1-800-879-8000 (U.S.) or 1-800-363-4458 (Canada). All published load values contained in this literature represent the result of testing by Hilti or test organizations. Local base materials were used. Because of variations in materials, on-site testing is necessary to determinate performance at any specific site.

hna itm techdata mic sa ma v1 2 08 2017 new - hilti

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